CN110392758B - Inverted T-section hybrid prestressed concrete beam and panel construction method using the same - Google Patents
Inverted T-section hybrid prestressed concrete beam and panel construction method using the same Download PDFInfo
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- CN110392758B CN110392758B CN201880001942.8A CN201880001942A CN110392758B CN 110392758 B CN110392758 B CN 110392758B CN 201880001942 A CN201880001942 A CN 201880001942A CN 110392758 B CN110392758 B CN 110392758B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
- E04B5/17—Floor structures partly formed in situ
- E04B5/23—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly or partly prefabricated
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
- E04C5/065—Light-weight girders, e.g. with precast parts
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/16—Auxiliary parts for reinforcements, e.g. connectors, spacers, stirrups
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- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
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- Rod-Shaped Construction Members (AREA)
- Panels For Use In Building Construction (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
本发明公开了倒T形截面混合型预应力混凝土梁，其包括：中央本体部，其具有倒T形截面，包括下部翼缘、腹板以及加固隔壁，所述腹板从下部翼缘的宽度方向的中央部垂直向上形成，且在上部具备沿着长度方向以规定间距贯穿或以规定深度形成的多个结合孔，所述加固隔壁形成在腹板的两侧表面并具有规定厚度的突出长度，用于抵抗面外变形；端部隔壁，所述端部隔壁在中央本体部的长度方向两端部以矩形截面并以规定长度形成；加固梁，所述加固梁由规定长度的钢材形成，并利用插入于结合孔的结合紧固件，沿着长度方向结合在加固隔壁与端部隔壁之间的腹板上部的两侧表面。
The invention discloses a hybrid prestressed concrete beam with an inverted T-shaped section, which comprises: a central body part with an inverted T-shaped section, including a lower flange, a web and a reinforcing partition wall, the web extending from the width of the lower flange The central part of the direction is formed vertically upward, and the upper part is provided with a plurality of coupling holes penetrating at a predetermined pitch or formed at a predetermined depth along the longitudinal direction, and the reinforcing partition walls are formed on both side surfaces of the web and have a predetermined thickness. , used to resist out-of-plane deformation; end partition walls, which are formed with a rectangular cross-section and a specified length at both ends of the length direction of the central body part; reinforcement beams, which are formed of steel of a specified length, The two side surfaces of the upper part of the web between the reinforcement partition wall and the end partition wall are combined along the length direction by using the joint fasteners inserted into the joint holes.
Description
Technical Field
The present invention relates to an inverted T-section hybrid prestressed concrete girder, and a panel construction method using the same and having a wide semi-precast concrete panel for cast-in-place, which can prevent an out-of-plane deformation of an upper side of a web plate when a prestress is introduced into the inverted T-section prestressed concrete girder, and effectively resist a lateral deformation or an impact, etc. caused by a self-weight acting on the inverted T-section when lifting, and can ensure safety when an operator moves and places a precast concrete floor panel or a formwork panel.
Background
Generally, since the width of the upper flange and the thickness of the web are the same in the center portion of the beam and are located below the center line of the center portion, when the fixing device is disposed so that the resultant force of the tension is located at the center of gravity of the beam end portion, the maximum compressive stress may occur in a section where the compressive stress is formed by the tension of the tension leg (Tendon) under the service load formed on the upper edge of the beam, and the height of the beam in which such maximum compressive stress is changed into the total stress is excessively high, which causes a problem that the amount of material increases.
In order to solve this problem, a beam having an inverted T-shaped cross section, in which an upper flange is removed from a general I-shaped beam, is subjected to out-of-plane deformation at the uppermost side due to introduction of a prestress, or is subjected to lateral deformation, torsional deformation, or the like during lifting. Moreover, it is difficult to place a precast concrete floor slab or a corrugated steel plate, as well as to stably support a panel formwork and the like.
On the other hand, when the span of the precast concrete panel widely used in the bridge floor slab process is about 2.5m, the precast concrete panel is often widened in consideration of workability and manufacturing cost. In this case, although the reinforcement is provided along the span direction, i.e., the longitudinal direction, the strength in the transverse direction perpendicular to the span direction is relatively reduced, and cracks are generated in parallel with the span direction during construction, thereby limiting the width of the precast concrete panel or requiring a separate hoisting aid, which increases the manufacturing cost and deteriorates the economical efficiency.
Disclosure of Invention
Technical problem
The present invention has been made to solve the above-mentioned problems, and an object of the present invention is to provide an inverted T-section hybrid prestressed concrete girder capable of preventing an out-of-plane deformation of an upper portion side of a web when a prestress is introduced into the inverted T-section hybrid prestressed concrete girder, effectively resisting a lateral deformation or an impact caused by a self-weight acting on the inverted T-section during lifting, and ensuring safety when an operator moves and places a prefabricated floor panel or a formwork panel.
Another object of the present invention is to provide a panel construction method using the hybrid type prestressed concrete girder having an inverted T-shaped cross section and the semi-precast concrete panel for cast-in-place having a large width, which can increase the strength in the span direction and the width direction perpendicular thereto even when the width is increased with respect to the span of the hybrid type prestressed concrete girder having an inverted T-shaped cross section, and can save construction costs, lifting costs, and manufacturing costs.
Means for solving the problems
According to an embodiment of the present invention, there is disclosed an inverted T-section hybrid prestressed concrete girder, including: a central body portion having an inverted T-shaped cross section, including a lower flange, a web formed vertically upward from a central portion in a width direction of the lower flange and provided at an upper portion thereof with a plurality of coupling holes penetrating at a predetermined pitch or formed at a predetermined depth along a length direction, and reinforcing partition walls formed on both side surfaces of the web and having a protruding length of a predetermined thickness for resisting out-of-plane deformation; end partition walls formed in a rectangular cross section at both longitudinal ends of the central body portion and having a predetermined length; and a reinforcing beam formed of a steel material having a predetermined length and coupled to both side surfaces of an upper portion of the web between the reinforcing partition and the end partition in a longitudinal direction by a coupling fastener inserted into the coupling hole.
Joint faces are formed at the end portions on the reinforcing partition wall side of the reinforcing beams so as to be joined to the reinforcing partition walls, and the joint faces of the reinforcing beams adjacent in the length direction are fastened to each other by means of connecting members penetrating the reinforcing partition walls, so that the reinforcing partition walls and the reinforcing beams integrally resist bending deformation occurring at the upper portions of the webs when prestress is introduced.
A transition portion, which is a variable cross-section having a varying cross-section, is formed at a connection portion between the central body portion and the end portion partition wall, and reinforcing portions protruding with a predetermined thickness are formed at both sides of a predetermined section from the upper end portion to the lower portion of the web of the central body portion.
Further, the central body and the upper end portion of the end partition wall protrude upward with a width smaller than the width of the web by a predetermined dimension to form an upper protruding portion, and a standing step is formed on both side surfaces of the upper protruding portion and the upper surfaces of the web and the end partition wall, and a skid is provided on the upper portion of the reinforcing beam to form the same height as the standing step.
According to another embodiment of the present invention, there is disclosed a panel construction method using the above-described hybrid type prestressed concrete girder having an inverted T-shaped section, including: preparing an inverted T-shaped section mixed type prestressed concrete beam; step (B), placing an inverted T-shaped cross section mixed type prestressed concrete beam between a lower structure body A and a lower structure B in a bridge with a single-span structure or a structure with more than two spans; connecting end part partition walls and reinforcing partition walls of the inverted T-shaped cross section mixed type prestressed concrete beams adjacent to each other through reinforcing steel bars, and arranging templates; step (d), placing a semi-precast concrete panel on the upper part of the inverted T-shaped section mixed type prestressed concrete beam; assembling reinforcing steel bars on the upper parts of the inverted T-shaped cross-section mixed type prestressed concrete beam and the semi-precast concrete panel, and pouring panel concrete; and (f) removing the reinforcing beam.
In the step (d), the semi-precast concrete panel includes: a semi-precast concrete panel body in which reinforcing steel bars are arranged in a lattice shape within a thickness range along a length direction and a width direction; the reinforcing net member is composed of a pair of net bodies spaced apart at a predetermined interval to form a casting space at the center, and is disposed on the upper part of the precast concrete panel body to cross the longitudinal direction and the width direction, and is embedded in the precast concrete panel body from the lower end to a predetermined height, and a plurality of interval maintaining members for connecting the pair of net bodies are provided on the exposed part of the upper part of the precast concrete panel body to maintain the predetermined interval between the pair of net bodies.
In addition, end shear members, the lower ends of which are embedded in the semi-precast concrete panel body and protrude upward, are provided in predetermined sections inward from both longitudinal end portions of the upper portion of the semi-precast concrete panel body.
The pair of net bodies are buried in the semi-precast concrete panel body in oblique lines to form a shape in which an interval between upper portions is wide and an interval between lower portions is narrow.
The pair of net bodies are formed with bosses bent at predetermined positions in the height direction, and have a shape in which the pitch between the upper portions is wide and the pitch between the lower portions is narrow.
The lower end of the net body embedded in the semi-precast concrete panel body is bent to form an anchoring protrusion fixed to reinforcing bars in the longitudinal direction and the width direction inside the semi-precast concrete panel body.
On the other hand, a shear resistant composite member is further provided between the pair of net bodies of the longitudinal reinforcing net member, the shear resistant composite member protruding upward by a predetermined length than the longitudinal reinforcing net member and embedded in the semi-precast concrete panel body from a lower end portion thereof to a predetermined height.
The compression-fixation dispersion reinforcing bars are embedded along the longitudinal direction of the semi-precast concrete panel body so as to protrude from both ends in the longitudinal direction of the semi-precast concrete panel body by a predetermined length, and the compression-fixation dispersion reinforcing bars are formed such that the height of the portion embedded in the semi-precast concrete panel body is the same as the height of the portion exposed from the ends in the longitudinal direction of the semi-precast concrete panel body, or the compression-fixation dispersion reinforcing bars are bent such that the height of the portion exposed from the ends in the longitudinal direction of the semi-precast concrete panel body is higher than the height of the portion embedded in the semi-precast concrete panel body.
Further, a joint reinforcing bar is provided on each of both width-directional end portions of the semi-precast concrete panel body so as to protrude a predetermined length, and upper corners of both width-directional end portions of the semi-precast concrete panel body are partially chamfered to form joint surfaces.
In addition, shear tie bars are provided at both longitudinal ends of the longitudinal reinforcing mesh member, respectively, and intersect the shear composite members between the pair of mesh bodies of the longitudinal reinforcing mesh member, and one side of the shear tie bar intersects the shear composite members and the other side thereof protrudes outside the end portions of the longitudinal reinforcing mesh member.
On the other hand, concrete is poured into the pouring spaces of the pair of net bodies of the longitudinal reinforcing net member and the width reinforcing net member, and longitudinal ribs and width ribs are formed integrally with the semi-precast concrete panel body.
Effects of the invention
The inverted-T-section hybrid prestressed concrete girder according to the present invention has an inverted-T-section at the center inner portion and rectangular end partitions at both ends, thereby greatly reducing the amount of material, i.e., the weight, of the girder and further moving down the center of gravity of the girder, thereby improving the stability against the rotation of the girder when lifting and the inclination of the girder when placing the girder.
Further, the reinforcing beam is formed at the upper portion of the web in the longitudinal direction, so that it is possible to prevent the out-of-plane deformation of the upper portion side caused on the inverted T-shaped cross section by introducing the prestress, and to safely move the worker on the uppermost exposed surface of the inverted T-shaped cross section against the lateral deformation or the impact caused by the self-weight acting on the inverted T-shaped cross section at the time of lifting, and to safely support the worker at the time of working the precast concrete panel or the formwork panel.
In addition, the semi-precast concrete panel applied to the present invention forms reinforcing mesh members protruding in two directions at the upper portion of the panel body so as to have a formwork function for forming ribs and a pullout resistance and shear resistance function, so that concrete can be easily poured into the reinforcing mesh members at the site to form the ribs in two directions at the upper portion of the panel body, and even when the width is increased with respect to the span, it is possible to increase the strength in the span direction and the width direction orthogonal thereto, and to save construction costs, lifting costs and manufacturing costs.
Therefore, the construction method of the panel of the reverse T-shaped section mixed type prestressed concrete beam and the semi-precast concrete panel according to the present invention can ensure the safety of operators during construction and prevent the risk of falling during placement, and can reduce the number of times of lifting by using the large-width semi-precast concrete panel, thereby saving the lifting cost and further saving the construction cost.
Drawings
The following drawings in the present specification illustrate preferred embodiments of the present invention and together with the detailed description of the invention serve to enhance the understanding of the technical ideas of the present invention, so that the present invention should not be construed as being limited to the matters described in the drawings.
Fig. 1 is a perspective view of an inverted T-section hybrid prestressed concrete girder according to the present invention.
Fig. 2 is an exploded perspective view of fig. 1.
Fig. 3 is an enlarged perspective view of the central inner portion of fig. 1.
Fig. 4 is a sectional view illustrating various embodiments of a combining hole of an inverted T-section hybrid type prestressed concrete girder of the present invention.
Fig. 5 is a perspective view illustrating an embodiment in which a transition portion is formed in the inverted T-section hybrid type prestressed concrete girder of the present invention.
Fig. 6 is a sectional view showing an example of forming a reinforcing part in the inverted T-section hybrid type prestressed concrete girder of the present invention.
Fig. 7 is a sectional view showing various embodiments of the reinforcing beam of the present invention.
Fig. 8 is a schematic view illustrating a panel construction method using the inverted T-section hybrid type prestressed concrete girder according to the present invention.
Fig. 9 is a perspective view of a wide cast-in-place semi-precast concrete panel of the present invention formed with reinforcing mesh members.
Fig. 10 is a cross-sectional view cut in the width direction of fig. 9.
Fig. 11 is a perspective view showing another embodiment of a semi-precast concrete panel.
Fig. 12 is a sectional view of various embodiments in which the semi-precast concrete panel shown in fig. 11 is cut in a length direction.
Fig. 13 is a cross-sectional view of the semi-precast concrete panel shown in fig. 11 cut in a width direction.
Fig. 14 is a sectional view showing another embodiment of a semi-precast concrete panel.
Fig. 15 is a perspective view of an embodiment of pouring concrete and forming ribs in a reinforcing mesh component.
Detailed Description
The present invention will be described in detail below with reference to embodiments shown in the drawings, but the embodiments are presented for clear understanding of the present invention, and the present invention is not limited thereto.
Fig. 1 is a perspective view of an inverted T-section hybrid type prestressed concrete girder according to the present invention, fig. 2 is an exploded perspective view of the above-described fig. 1, fig. 3 is an enlarged perspective view of a central inner portion of the above-described fig. 1, and fig. 4 is a cross-sectional view illustrating various embodiments of a coupling hole of the inverted T-section hybrid type prestressed concrete girder according to the present invention.
As shown in fig. 1 to 3, in the hybrid type prestressed concrete girder 1 having an inverted T-shaped cross section according to the present invention, a central body portion 10 having an inverted T-shaped cross section is formed in a predetermined length, and rectangular end partition walls 20 are formed integrally with both end portions of the central body portion 10, respectively, to form a shape in which the inverted T-shaped cross section and the rectangular cross section are mixed. The web 12 or the lower flange 11 of the central body portion 10 is provided with a plurality of strands 50, and both ends thereof are fixed to the end partition walls 20.
In particular, in the present invention, the reinforcing beams 40 made of steel material are coupled to both side surfaces of the upper end portion of the web 12 of the central body portion 10, and when prestress is applied to the steel strands 50, the upper side of the inverted T-shaped section receives tension, and the occurrence of out-of-plane deformation can be prevented, and when the inverted T-shaped section hybrid prestressed concrete girder 1 is lifted, it is effective against lateral deformation due to its own weight, external impact, and the like, and has a support beam function for safely moving an operator or placing a precast concrete floor panel or a formwork panel, so that safety in work can be secured.
The reinforcing beam 40 having a predetermined length is continuously disposed on the end partition walls 20 and on the upper portion of the web 12 via the later-described reinforcing partition wall 13, and is integrally coupled to both side surfaces of the upper end portion of the web 12 of the central body portion 10 by a coupling fastener 41 fixed to the coupling hole 121. Therefore, the reinforcing partition wall 13 having a function as a partition as a bending rigid body together with the reinforcing beam 40 minimizes a bending phenomenon of the hybrid type prestressed concrete beam 1 having the inverted T-shaped section, which may occur during construction, with respect to the upper deformation of the inverted T-shaped section.
The central body portion 10 includes: a lower flange 11 having a predetermined size and a plate shape; a web 12 formed vertically upward from a central inner portion in the width direction of the lower flange 11 with a width narrower than the width of the lower flange 11; and a reinforcing partition wall 13 formed in a prescribed thickness on both side surfaces of the web 12 so as to have a protruding length. The central body portion 10 is formed in an inverted T-shaped section having a shape in which an upper flange is removed from a general I-beam.
In this way, by providing the inverted T-shaped cross section having a shape in which the upper flange is removed, the amount of material, i.e., the weight, of the beam can be greatly reduced, and the center of gravity of the beam can be shifted downward with respect to the I-shaped cross section, thereby improving stability against rotation of the beam during lifting and tilting of the beam during placement of the beam. In addition, the additional reinforcing bars disposed on the upper flange are removed to reduce the amount of reinforcing bars, and the assembling work of the reinforcing bars on the upper side of the beam is not performed when the beam is manufactured, thereby greatly improving the workability. Further, as a part of the upper flange, the demolding of the form becomes easy, and in the beam manufacturing field for the setting and demolding of the form, the lateral pitch of the beams is reduced to reduce the manufacturing site, and the number of beams that can be manufactured in one cycle of work can be increased.
As shown in the drawing, coupling holes 121 are formed at predetermined intervals in the longitudinal direction at an upper portion of the web 12 at a predetermined height, so that a reinforcing beam 40, which will be described later, can be coupled by a coupling fastener 41.
As shown in fig. 4(a), the coupling hole 121 may be formed to penetrate the web 12 in the width direction, or as shown in fig. 4(b), the coupling hole 121 may be formed to have a predetermined depth from both side surfaces of the web 12 in the width direction, and a screw thread may be formed on an inner circumferential surface of the coupling hole 121 to facilitate coupling of a bolt or the like.
On both side surfaces of the web 12, a reinforcing partition wall 13 is protrudingly formed, or a plurality of reinforcing partition walls 13 are formed at regular intervals, and the protruding length thereof is not more than the protruding length of the lower flange, so that it is easy to assemble reinforcing bars for connecting between the reinforcing partition walls 13 or to provide formworks. That is, after the construction of placing a plurality of hybrid prestressed concrete girders 1 having inverted T-shaped cross sections for a span is performed, the construction of integrating the facing end partition walls 20 and the facing 1 or more reinforcing partition walls 13 so as to have the same lateral rigidity of the bridge to the adjacent hybrid prestressed concrete girders 1 having inverted T-shaped cross sections and the passing vehicles can be easily performed.
In particular, in the present invention, the reinforcing beams 40 are respectively formed in sections at both sides of the reinforcing partition wall 13, and thus, when a prestress is introduced to the lower flange, in order to cause the adjacent reinforcing beams 40 to integrally behave in correspondence to a tension or an out-of-plane deformation acting on the upper portion of the web 12 of the inverted T-shaped section, the lengthwise ends of the reinforcing beams 40 on the reinforcing partition wall 13 side are bent or combined with an additional steel plate to form the joint surfaces 49 so as to be in contact with the reinforcing partition wall 13. For the reinforcing beams 40 on both sides of the reinforcing partition wall 13 and the adjacent reinforcing beams 40, additional connecting members 80 such as steel rods, bolts, through-bolts, fasteners, etc. are passed through the reinforcing partition wall 13, and the connecting members 80 are fastened to the joint surfaces 49 and 49 of the reinforcing beams 40 on both sides of the reinforcing partition wall 13, respectively, to connect the reinforcing beams 40 on both sides of the reinforcing partition wall 13.
As shown in fig. 1 and 2, the end partition walls 20 have a rectangular cross section to prevent the falling of the inverted T-section hybrid prestressed concrete girder 1 and to accommodate a fixing device of the steel strand 50.
In this case, the height of the end partition wall 20 may be set to be the same as the height of the central body 10 and the width may be set to be the same as the width of the lower flange 11, and the length may be varied in consideration of the length that can geometrically receive the fixing device.
In particular, the center portion in the width direction of the upper end portions of the central body portion 10 and the end partition walls 20 is protruded upward by a width smaller than the width of the web 12 by a predetermined dimension to form an upper protrusion 18, and the placement steps 19 are formed on both side surfaces of the upper protrusion 18 and the upper surfaces of the web 12 and the end partition walls 20, whereby a semi-precast concrete panel, a ridge plate (deck plate), and the like can be easily placed on the placement steps 19.
Fig. 5 is a perspective view showing an example in which a transition portion is formed in the hybrid type prestressed concrete girder having an inverted T-shaped section according to the present invention, and fig. 6 is a sectional view showing an example in which a reinforcing portion is formed in the hybrid type prestressed concrete girder having an inverted T-shaped section according to the present invention.
As shown in fig. 5, in the present invention, a transition portion 30 may be formed at a connection portion between the central body portion 10 and the end partition wall 20, and the transition portion 30 may be a variable cross-section having a variable cross-section.
On the other hand, as shown in fig. 6, the reinforcing parts 17 protruding with a predetermined thickness are formed on both sides of the web 12 in a predetermined section from the upper end to the lower part, so that the tensile rigidity against the deformation of the upper part can be reinforced by the expanded part when the long span beam is manufactured or the operator moves above the web 12 or secures a precast concrete panel placing space and introduces prestress.
The center body 10 and the end partition walls 20 are integrally formed of concrete, and a plurality of steel strands 50 are inserted through the web 12 or the lower flange 11 of the center body 10 to fix both end portions to the end partition walls 20.
As shown in fig. 1 and 2, the ends of the steel wires 50 are fixed and arranged in one row, but not shown, they may be arranged and fixed in two rows.
As shown in fig. 2 and 3, a coupling fastener 41 may be inserted into the coupling hole 121 of the web 12 of the central body portion 10 so that the reinforcing beam 40 is coupled to the upper portion of the web of the central body portion 10.
The reinforcing beam 40 is made of a steel material having a predetermined length, is disposed along the longitudinal direction of the web 12 on both side surfaces of the web 12, and can be coupled to the upper portion of the web of the central body portion 10 by various coupling fasteners 41 such as known bolts, through bolts, and fasteners fixed in the coupling holes 121.
In such a reinforcing beam 40, coupling holes corresponding to the pitch of the coupling holes 121 may be penetratingly formed, and various sections formed of steel may be formed.
Fig. 7 is a sectional view showing various embodiments of the reinforcing beam of the present invention.
The reinforcing beam 40 may be formed to have an L-shaped or inverted L-shaped cross section (not shown) as shown in fig. 1 to 3, or may be formed to have various cross sections such as a C-shaped, a square-shaped, an H-shaped, and a y-shaped cross section as shown in fig. 7.
Such a reinforcing beam 40 can effectively resist out-of-plane deformation, lateral deformation, impact, etc., and particularly, a skid 60 is constructed at an upper portion of the reinforcing beam 40 to form the same height as the placement step 19, so that it is possible to safely move an operator on an uppermost exposed surface of the inverted T-shaped section, and to additionally support a lower portion of a semi-precast concrete panel, a ridge steel plate, etc., when the placement step 19 is placed with the semi-precast concrete panel, the ridge steel plate, etc.
Fig. 8 is a schematic view illustrating a panel construction method using the inverted T-section hybrid type prestressed concrete girder according to the present invention.
The panel construction method using the inverted T-shaped section mixed type prestressed concrete beam of the invention comprises the following steps: first, as shown in fig. 8a, in step (a), an inverted T-section hybrid type prestressed concrete girder 1 is prepared, and in step (B), in a bridge having a single span structure or a two-span or more span structure, the inverted T-section hybrid type prestressed concrete girder 1 is placed between a lower structure a and a lower structure B.
Thereafter, in step (c), the end partition walls 20 and the reinforcing partition walls 13 of the hybrid type prestressed concrete girder 1 having an inverted T-shaped cross section, which are adjacent to and face the end partition walls 20 and the one or more reinforcing partition walls 13 formed at both ends of the hybrid type prestressed concrete girder 1 having an inverted T-shaped cross section, are connected to each other by reinforcing bars, and formwork construction is performed, and as shown in fig. 8b, in step (d), a semi-precast concrete panel 7 is placed on the upper portion of the hybrid type prestressed concrete girder 1 having an inverted T-shaped cross section.
Thereafter, as shown in fig. 8c, in step (e), after reinforcing bars are assembled on the upper portions of the inverted T-section hybrid type prestressed concrete girder 1 and the semi-precast panel 7, panel concrete 9 is poured. At this time, the inverted T-section hybrid type prestressed concrete girder 1 and the reinforcing partition 13 of the inverted T-section hybrid type prestressed concrete girder 1 are connected to each other to constitute a Cross Beam (Cross Beam) 8.
Finally, in step (f), when the panel concrete 9 reaches a prescribed strength, the reinforcing beams 40 are removed.
The semi-precast concrete panel 7 applied to the present invention forms reinforcing mesh members protrusively in two directions at the upper portion of the panel body so as to have a formwork function for forming ribs and a pullout resistance and shear resistance function, and the ribs in two directions can be easily formed by pouring concrete into the reinforcing mesh members on site.
Fig. 9 is a perspective view of a wide cast-in-place semi-precast concrete panel of the present invention formed with reinforcing mesh members. Fig. 10 is a cross-sectional view cut in the width direction of fig. 9.
As shown in fig. 9, the wide cast-in-place semi-precast concrete panel 7 formed with the reinforcing mesh members of the present invention includes: a semi-precast concrete panel 70 having a prescribed size; the longitudinal direction reinforcing mesh members 720a and the width direction reinforcing mesh members 720b are formed to protrude from the upper portion of the semi-precast concrete panel body 70, and are formed along the longitudinal direction and the width direction of the semi-precast concrete panel body 70, respectively.
The semi-precast concrete panel body 70 according to the present invention has a larger width than a conventional precast panel, and the thickness of the semi-precast concrete panel body 70 may be formed in various kinds, preferably 50mm or more, and as shown in fig. 10, reinforcing bars 711 and 712 are arranged in a lattice shape along the longitudinal direction and the width direction within the thickness range of the semi-precast concrete panel body 70.
On the upper surface of the semi-precast concrete panel 70, concrete is further poured on site in the length direction and the width direction to provide a length direction reinforcing mesh part 720a and a width direction reinforcing mesh part 720b for forming ribs. The longitudinal direction reinforcing mesh members 720a and the width direction reinforcing mesh members 720b are arranged so as to intersect with each other, and a plurality of the longitudinal direction reinforcing mesh members 720a and the width direction reinforcing mesh members 720b may be formed in parallel at a predetermined interval.
The longitudinal-direction reinforcing mesh members 720a and the width-direction reinforcing mesh members 720b include: a pair of net bodies 721 spaced apart at a predetermined interval to form a casting space in a central portion; a plurality of interval maintaining materials 722 for connecting the pair of net bodies 721 so as to maintain the interval between the pair of net bodies 721.
The net body 721 may be formed of a variety of known existing products, such as a metal net, a metal net formed with a lattice net, etc., and as shown in fig. 10, is embedded in the semi-precast concrete panel body 70 from a lower end to a predetermined height, and is formed in a pair to improve adhesion with post-cast concrete and to resist vertical pulling and shearing.
The interval maintaining material 722 is formed of various known materials such as bolts, reinforcing bars, etc. so as to maintain an interval between the pair of net bodies 721.
In addition, as shown in fig. 10, a prestressing tendon made of a steel strand or a steel rod is embedded along the length direction of the semi-precast concrete panel body 70 so that prestressing is introduced into the semi-precast concrete panel body 70, whereby the buckling strength can be improved.
Fig. 11 is a perspective view showing another example of a semi-precast concrete panel, fig. 12 is a sectional view of various examples in which the semi-precast concrete panel shown in fig. 11 is cut in a length direction, and fig. 13 is a sectional view of the semi-precast concrete panel shown in fig. 11 is cut in a width direction.
As shown in fig. 11a and 11b, a shear synthesis member 730 may be further provided between a pair of net bodies 721 constituting the lengthwise reinforcing net member 720 a. The shear resistant combining member 730 is embedded in the semi-precast concrete panel body 70 to protrude upward by a predetermined length from the longitudinal reinforcing mesh member 720a, so as to improve the combining force of the concrete poured inside the pair of mesh bodies 721 and the concrete poured on the upper portions of the longitudinal reinforcing mesh member 720a and the width reinforcing mesh member 720 b.
The shear resistant composite member 730 may be formed over the entire length of the longitudinal reinforcing mesh member 720a, only between the central portions, or only between the end portions, as required.
In particular, as shown in fig. 11a, 13 and 12a (a), the shear synthesis member 730 may be used by arranging planar or three-dimensional truss bars along the longitudinal direction so that the lower portion thereof can be embedded in the semi-precast concrete panel body to a predetermined depth, embedding force rods (dowel bars) formed by bending reinforcing bars at a predetermined interval as shown in fig. 12a (b), or bending the shear synthesis member in a U-shape as shown in fig. 12b (a), or bending the shear synthesis member in a wave shape as shown in fig. 12b (b).
Further, as shown in fig. 11b, end shear members 770 having lower ends embedded in the semi-precast concrete panel body 70 and protruding upward may be provided in predetermined sections inward from both ends in the longitudinal direction of the upper portion of the semi-precast concrete panel body 70, respectively, so that the resistance to the in-plane shear force of the ends of the semi-precast concrete panel 7 can be improved.
As shown in the drawings, truss ribs may be used as the end shear member 770, and although not shown, a member used as the shear resistant composite member 730 shown in fig. 11, i.e., a dowel bent from a reinforcing bar, may be embedded at a predetermined pitch, or a member bent in a U-shape may be used, or a member bent in a wave shape may be used.
On the other hand, the compression-fixing dispersion bars 750 are embedded along the longitudinal direction of the semi-precast concrete panel body 70 so as to protrude from both longitudinal direction end portions of the semi-precast concrete panel body 70 by a predetermined length, so as to resist a compressive stress generated at the connection portion between the semi-precast concrete panel bodies 70 due to a working load.
In particular, the compression-fixing dispersion reinforcing bars 750 are formed such that the height of the portion exposed from the lengthwise end of the semi-precast concrete panel body 70 is higher than the height of the portion embedded in the semi-precast concrete panel body 70, so that the bent portion is embedded in the portion receiving the end bending compression stress, and the compression stress can be more effectively dispersed and resisted.
In addition, in the semi-precast concrete panel body 70, upper corners of both widthwise end portions of the semi-precast concrete panel body 70 are partially chamfered to form seam faces 719 to constitute reinforcing mesh members, and the semi-precast concrete panel 7 for cast-in-place and the reinforcing mesh members having a large width are constituted, and between the semi-precast concrete panels for cast-in-place having a large width, the thickness on the seam faces with the concrete poured on the upper face layer (topping) is further increased to thicken the concrete pouring space, thereby preventing cracks or water leakage.
Further, the joint reinforcing bars 760 are provided at both ends of the semi-precast concrete panel body 70 in the width direction so as to protrude by a predetermined length, respectively, so that when the semi-precast concrete panel body 70 is continuous in the width direction, the joint reinforcing bars 760 can be embedded in the process of pouring concrete at the upper portion of the joint portion between the semi-precast concrete panel body 70 and the semi-precast concrete panel body 70, thereby improving the strength or continuity in the width direction.
As shown in fig. 12c and 12d, the shear tie 780 is provided at both longitudinal ends of the longitudinal reinforcing mesh member 720a, so that when concrete is poured into the pouring space of the pair of mesh bodies 721 to integrate the longitudinal ribs and the width ribs 740b with the semi-precast concrete panel body 70, the shear tie 780 can reinforce the ribs by shearing-combining behavior such as a tension bar.
The shear tie 780 is configured to cross the shear brace member 730 between the pair of net bodies 721 of the longitudinal reinforcing net member 720a to perform a shear combining function of the end portion, and may not protrude from the end portion as shown in fig. 12c, or may be configured to have one side thereof cross the shear combining member and the other side thereof protrude to the outside of the end portion of the longitudinal reinforcing net member 720a as shown in fig. 12d, thereby providing a fixing function of compression to the end portion.
The shear tie 780 may be formed of a wire rod having a predetermined length, a bent reinforcing bar, or the like, and may have a U-shape formed by bending one end portion as shown in the drawing.
Fig. 14 is a sectional view showing another embodiment of a semi-precast concrete panel.
As shown in fig. 10 and 13, a pair of net bodies 721 constituting the longitudinal direction reinforcing net members 720a and the width direction reinforcing net members 720b may be formed in a shape in which the upper pitch is narrow and the lower pitch is wide, and as shown in fig. 14a (a), the semi-precast concrete panel body 70 may be buried in oblique lines to form a shape in which the pitch between the upper portions is wide and the pitch between the lower portions is narrow, or as shown in fig. 14a (b), bosses 7211 bent at predetermined positions in the height direction may be formed to form a shape in which the pitch between the upper portions is wide and the pitch between the lower portions is narrow, so that the compression area may be increased and vertical drawing or shearing may be effectively resisted.
In particular, as shown in fig. 14b, the lower end portion of the net body 721 embedded in the semi-precast concrete panel body 70 is bent to form the anchoring protrusion 721a, so that it is possible to easily fix the position of the net body 721 as well as to resist the anchoring effect by stretching. Such an anchoring protrusion 721a may be formed by bending the lower end portion of the net body 721 inward or outward, and may be fixed to the reinforcing bars 711 and 712 in the longitudinal direction and/or the width direction inside the semi-precast concrete panel body 70 by various known methods such as welding and a tape.
FIG. 15 is a perspective view of an embodiment of pouring concrete and forming ribs in a reinforcing mesh component
As shown in fig. 14 and 15, concrete is poured into a pouring space between the pair of net bodies 721 of the longitudinal direction reinforcing net member 720a and the width direction reinforcing net member 720b so that the longitudinal direction ribs 740a and the width direction ribs 740b are formed integrally with the semi-precast concrete panel body 70.
As described above, in the present invention, when forming ribs on the upper portion of the semi-precast concrete panel body 70, an additional formwork or the like is not required, and the pair of net bodies 721 of the longitudinal direction reinforcing net member 720a and the width direction reinforcing net member 720b can function as a formwork for forming the longitudinal direction ribs 740a and the width direction ribs 740b, and can also function to resist in-plane shearing or pulling of surface layer (topping) concrete with which post-casting is performed when post-casting concrete on the upper portion.
The present invention has been described in detail with reference to the embodiments proposed so far, but those skilled in the art can make various modifications and alterations of the invention with reference to the embodiments proposed, within a scope not departing from the technical spirit of the present invention. The present invention is not limited to such variations and modifications, but is only limited by the appended claims.
Industrial applicability
The invention provides a bridge beam with an inverted T-shaped cross section and an upper flange removed, which can greatly reduce the required concrete amount and improve the stability of the rotation of the beam during hoisting and the toppling of the beam during placing the beam. In addition, when prestress is introduced into the inverted T-shaped cross section from which the upper flange has been removed, out-of-plane deformation to the upper side of the web, lateral deformation at the time of lifting, external impact, and the like can be effectively resisted.
In addition, the semi-precast concrete panel applied to the present invention can improve strength in the span direction and the width direction perpendicular to the span direction even when the width is increased with respect to the span by easily forming the ribs in both directions at the upper portion of the panel body at the site, and can save construction costs, lifting costs, and manufacturing costs.
Claims (12)
1. The utility model provides an inverted T-shaped cross-section mixed type prestressed concrete roof beam which characterized in that includes:
a central body part (10) having an inverted T-shaped cross section, including a lower flange (11), a web (12), and a reinforcing partition wall (13), the web (12) being formed vertically upward from a central part in a width direction of the lower flange (11), and being provided at an upper part thereof with a plurality of coupling holes (121) penetrating at a predetermined pitch or formed at a predetermined depth along a length direction, the reinforcing partition wall (13) being formed on both side surfaces of the web (12) and having a protruding length of a predetermined thickness for resisting out-of-plane deformation;
end partition walls (20), wherein the end partition walls (20) are formed in a rectangular cross section and a predetermined length at both ends in the length direction of the central body part (10);
a reinforcing beam (40), which is formed of a steel material having a predetermined length, and is bonded to both side surfaces of the upper portion of the web (12) between the reinforcing partition wall (13) and the end partition wall (20) in the longitudinal direction by a bonding fastener (41) inserted into the bonding hole (121),
wherein the reinforcing beams (40) are formed with joint faces (49) at the end portions on the reinforcing partition wall (13) side so as to be in contact with the reinforcing partition wall (13), and the joint faces (49) of the reinforcing beams (40) adjacent in the length direction are fastened to each other by means of connecting members (80) penetrating the reinforcing partition wall (13) so that the reinforcing partition wall (13) and the reinforcing beams (40) integrally resist bending deformation occurring at the upper portion of the web (12) when prestress is introduced,
the central body part (10) and the width direction central part of the upper end part of the end partition wall (20) are protruded upwards with a width smaller than the width of the web plate (12) by a specified size, so as to form an upper protrusion part (18), and a placing step (19) is formed on the two side surfaces of the upper protrusion part (18) and the upper surfaces of the web plate (12) and the end partition wall (20),
a skid (60) is provided at an upper portion of the reinforcing beam (40) to form the same height as the placement step (19).
2. The hybrid type prestressed concrete girder of an inverted T-shaped section according to claim 1,
a transition part (30) is formed at the connection part of the central body part (10) and the end part partition wall (20), the transition part (30) is a variable cross section with a changed cross section,
reinforcing portions (17) are formed on both sides of a predetermined section of the web (12) from the upper end to the lower end, the reinforcing portions protruding with a predetermined thickness.
3. A panel construction method using the hybrid type prestressed concrete girder having an inverted T-shaped section according to claim 1, comprising:
preparing an inverted T-shaped section mixed type prestressed concrete beam (1);
step (B), placing an inverted T-shaped cross section mixed type prestressed concrete beam (1) between a lower structure body (A) and a lower structure (B) in a bridge with a single-span structure or a structure with more than two spans;
connecting the end part partition (20) and the reinforcing partition (13) of the inverted T-shaped section mixed type prestressed concrete beam (1) which are adjacent to each other through reinforcing steel bars, and arranging a template;
step (d), placing a semi-precast concrete panel (7) on the upper part of the inverted T-shaped section mixed type prestressed concrete beam (1);
step (e), assembling reinforcing steel bars on the upper parts of the inverted T-shaped section mixed type prestressed concrete beam (1) and the semi-precast concrete panel (7), and pouring panel concrete (9); and
step (f), dismantling the reinforcing beam (40),
in step (d), the semi-precast concrete panel (7) includes:
a semi-precast concrete panel body (70) in which reinforcing bars (711, 712) are arranged in a grid pattern over the thickness range in the longitudinal direction and the width direction;
the longitudinal direction reinforcing net member 720a and the width direction reinforcing net member 720b are composed of a pair of net bodies 721 spaced apart by a predetermined distance so as to form a casting space in the central portion, and are arranged on the upper portion of the semi-precast concrete panel body 70 so as to cross the longitudinal direction and the width direction, and are embedded in the semi-precast concrete panel body 70 from the lower end portion to a predetermined height, and a plurality of distance maintaining members 722 for connecting the pair of net bodies 721 are provided on the exposed portion of the upper portion of the semi-precast concrete panel body 70 so that the pair of net bodies 721 maintain a predetermined distance.
4. The panel construction method using the hybrid type prestressed concrete girder of the inverted T-shaped section according to claim 3, wherein,
in predetermined sections inward from both ends in the longitudinal direction of the upper part of the semi-precast concrete panel body (70), end shear members (770) are provided, the lower ends of which are embedded in the semi-precast concrete panel body (70) and protrude upward.
5. The panel construction method using the hybrid type prestressed concrete girder of the inverted T-shaped section according to claim 3, wherein,
a pair of net bodies (721) are embedded in the semi-precast concrete panel body (70) in oblique lines to form a shape in which the interval between the upper portions is wide and the interval between the lower portions is narrow.
6. The panel construction method using the hybrid type prestressed concrete girder of the inverted T-shaped section according to claim 3, wherein,
the pair of net bodies (721) are formed with bosses (7211) bent at predetermined positions in the height direction so as to have a shape in which the distance between the upper portions is wide and the distance between the lower portions is narrow.
7. The panel construction method using the hybrid type prestressed concrete girder of the inverted T-shaped section according to claim 3, wherein,
the lower end portion of the net body (721) embedded in the semi-precast concrete panel body (70) is bent to form an anchoring protrusion (721a),
the anchor protrusions (721a) are fixed to reinforcing steel bars (711, 712) in the longitudinal direction and the width direction inside the semi-precast concrete panel body (70).
8. The panel construction method using the hybrid type prestressed concrete girder of the inverted T-shaped section according to claim 3, wherein,
the shear resistant composite member 730 is provided between a pair of net bodies 721 of the longitudinal reinforcing net member 720a, and the shear resistant composite member 730 protrudes upward by a predetermined length from the longitudinal reinforcing net member 720a and is embedded in the semi-precast concrete panel body 70 from the lower end thereof to a predetermined height.
9. The panel construction method using the hybrid type prestressed concrete girder of the inverted T-shaped section according to claim 3, wherein,
the compression-fixing dispersion reinforcing bars (750) are embedded along the longitudinal direction of the semi-precast concrete panel body (70) so as to protrude a predetermined length from both ends in the longitudinal direction of the semi-precast concrete panel body (70),
the compression-fixing dispersion bar (750) is formed such that the height of a portion embedded in the semi-precast concrete panel body (70) is the same as the height of a portion exposed from the lengthwise direction end of the semi-precast concrete panel body (70), or the compression-fixing dispersion bar (750) is bent such that the height of a portion exposed from the lengthwise direction end of the semi-precast concrete panel body (70) is higher than the height of a portion embedded in the semi-precast concrete panel body (70).
10. The panel construction method using the hybrid type prestressed concrete girder of the inverted T-shaped section according to claim 3, wherein,
a joint reinforcing rib 760 is provided on each of both widthwise end portions of the semi-precast concrete panel body 70 so as to protrude a predetermined length, and upper corners of both widthwise end portions of the semi-precast concrete panel body 70 are partially chamfered to form joint faces 719.
11. The panel construction method using the hybrid type prestressed concrete girder of the inverted T-shaped section according to claim 3, wherein,
shear tie bars (780) are provided at both longitudinal ends of the longitudinal reinforcing mesh member (720a), respectively, the shear tie bars (780) crossing the shear combining member (730) between the pair of mesh bodies (721) of the longitudinal reinforcing mesh member (720a),
one side of the shear tie bar 780 intersects the shear combining member 730, and the other side thereof protrudes to the outside of the end of the longitudinal reinforcing mesh member 720 a.
12. The panel construction method using the hybrid type prestressed concrete girder of the inverted T-shaped section according to claim 3, wherein,
concrete is poured into a pouring space of a pair of net bodies (721) of the longitudinal reinforcing net member (720a) and the width reinforcing net member (720b), and a longitudinal rib (740a) and a width rib (740b) integrated with the semi-precast concrete panel body (70) are formed.
Applications Claiming Priority (5)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| KR1020180020708A KR102139851B1 (en) | 2018-02-21 | 2018-02-21 | PSC Girder With Variable Cross Section And Slab Construction Method Using Thereof |
| KR10-2018-0020708 | 2018-02-21 | ||
| KR10-2018-0069440 | 2018-06-18 | ||
| KR1020180069440A KR101994089B1 (en) | 2018-06-18 | 2018-06-18 | Precast Concrete Slab With Pullout-Shear Resistance Elements Of Mesh Rib And Manufacturing Method Thereof |
| PCT/KR2018/010318 WO2019164077A1 (en) | 2018-02-21 | 2018-09-04 | Hybrid psc girder having reverse t-shaped cross section and method for constructing slab using same |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN110392758A CN110392758A (en) | 2019-10-29 |
| CN110392758B true CN110392758B (en) | 2021-06-08 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201880001942.8A Expired - Fee Related CN110392758B (en) | 2018-02-21 | 2018-09-04 | Inverted T-section hybrid prestressed concrete beam and panel construction method using the same |
Country Status (2)
| Country | Link |
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| CN (1) | CN110392758B (en) |
| WO (1) | WO2019164077A1 (en) |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111024480B (en) * | 2019-12-31 | 2022-04-01 | 华中科技大学 | Model for simulating concrete stress state and test method |
| CN114687448B (en) * | 2022-06-02 | 2022-09-02 | 清华大学 | Transfer beam, building structure and construction method |
| CN115627846B (en) * | 2022-11-08 | 2023-07-14 | 中交一公局集团有限公司 | Construction method and post-cast belt structure of a prefabricated laminated slab |
Family Cites Families (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE19654202A1 (en) * | 1996-10-25 | 1998-05-28 | Syspro Gruppe Betonbauteile E | Concrete structural component for building walls, e.g. cellar walls |
| JP2001182204A (en) * | 1999-12-27 | 2001-07-03 | Koji Miyazaki | Mesh mold and mesh mold construction method |
| CN2769394Y (en) * | 2005-05-31 | 2006-04-05 | 鞍山东方钢结构有限公司 | Closed structural bearing floor-slab |
| CN201202206Y (en) * | 2008-05-12 | 2009-03-04 | 万科企业股份有限公司 | Precast concrete slab |
| KR100892163B1 (en) * | 2008-09-01 | 2009-04-10 | (주)비엔텍아이엔씨 | Method of controlling tensile stress in prestressed concrete beam using temporary steel |
| KR101034013B1 (en) * | 2011-01-06 | 2011-05-09 | (주)지승컨설턴트 | Rapid Construction Method of Semi-Integrated Alternating Bridge Using End Bulkhead Integrated PS Girder |
| EP2848750B1 (en) * | 2012-05-08 | 2017-07-12 | Kunshan Ecological Building Technology Co., Ltd | Method of casting in-situ steel wire mesh cement slab with spliced rack and suspended formwork |
| CN204645350U (en) * | 2015-04-28 | 2015-09-16 | 山东隆和节能科技有限公司 | Be inverted two-way abdomen gusset Prestressed Concrete Superimposed Sheet Of Steel Bar Truss |
| RU161507U1 (en) * | 2015-11-11 | 2016-04-20 | Андрей Владимирович Боганьков | MONOLITHIC COVERAGE |
| KR101854160B1 (en) * | 2016-07-15 | 2018-05-03 | (주)엔테이지 | Concrete Precast Slab |
| KR101797969B1 (en) * | 2017-01-17 | 2017-11-15 | 브릿지테크놀러지(주) | Slab girder bridge with arch deck and the construction method therefor |
| CN206693487U (en) * | 2017-04-28 | 2017-12-01 | 孙洪波 | A kind of Steel Thin-Wall web-roll core mould for generating concrete cavity |
-
2018
- 2018-09-04 CN CN201880001942.8A patent/CN110392758B/en not_active Expired - Fee Related
- 2018-09-04 WO PCT/KR2018/010318 patent/WO2019164077A1/en not_active Ceased
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| CN110392758A (en) | 2019-10-29 |
| WO2019164077A1 (en) | 2019-08-29 |
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